Finite element prediction on the response of non-uniformly arranged pile groups considering progressive failure of pile-soil system

doi:10.1007/s11709-020-0632-5

Front. Struct. Civ. Eng.

2020, Vol. 14

Issue (4) : 961-982 https://doi.org/10.1007/s11709-020-0632-5

RESEARCH ARTICLE

Finite element prediction on the response of non-uniformly arranged pile groups considering progressive failure of pile-soil system

Qian-Qing ZHANG^1,²(

), Shan-Wei LIU¹, Ruo-Feng FENG¹, Jian-Gu QIAN², Chun-Yu CUI¹

¹. Geotechnical and Structural Engineering Research Center, Shandong University, Jinan 250061, China
². Key Laboratory of Geotechnical and Underground Engineering of the Ministry of Education, Tongji University, Shanghai 200092, China

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Abstract

A uniform arrangement of individual piles is commonly adopted in the conventional pile group foundation, and basin-shaped settlement is often observed in practice. Large differential settlement of pile groups will decrease the use-safety requirements of building, even cause the whole-building tilt or collapse. To reduce differential settlement among individual piles, non-uniformly arranged pile groups can be adopted. This paper presents a finite element analysis on the response of pile groups with different layouts of individual piles in pile groups. Using the user-defined subroutine FRIC as the secondary development platform, a softening model of skin friction and a hyperbolic model of end resistance are introduced into the contact pair calculation of ABAQUS software. As to the response analysis of a single pile, the reliability of the proposed secondary development method of ABAQUS software is verified using an iterative computer program. The reinforcing effects of individual piles is then analyzed using the present finite element analysis. Furthermore, the response of non-uniformly arranged pile groups, e.g., individual piles with variable length and individual piles with variable diameter, is analyzed using the proposed numerical analysis method. Some suggestions on the layout of individual piles are proposed to reduce differential settlement and make full use of the bearing capacity of individual piles in pile groups for practical purposes.

Keywords numerical simulation non-uniformly arranged pile groups differential settlement pile-soil interaction

Corresponding Author(s): Qian-Qing ZHANG

Just Accepted Date: 25 May 2020 Online First Date: 28 June 2020 Issue Date: 27 August 2020

Cite this article:

Qian-Qing ZHANG,Shan-Wei LIU,Ruo-Feng FENG, et al. Finite element prediction on the response of non-uniformly arranged pile groups considering progressive failure of pile-soil system[J]. Front. Struct. Civ. Eng., 2020, 14(4): 961-982.

URL:

https://academic.hep.com.cn/fsce/EN/10.1007/s11709-020-0632-5
https://academic.hep.com.cn/fsce/EN/Y2020/V14/I4/961

Fig.1 Computational flow chart for the secondary-developed FRIC subroutine.

Fig.2 Progressive failure process of pile-soil system.

Fig.3 Computational flow chart for the response of a single pile.

Fig.4 Load-displacement relationship of a single pile derived from the finite element analysis and a iterative algorithm.

Fig.5 Measured and calculated load-settlement curves at the pile head of a single pile.

Fig.6 (a) Load-settlement curve of a single pile; (b) the influence of the discretization to load-settlement curve of a single pile.

Fig.7 Surface settlement of soil around an axially loaded single pile.

Fig.8 Response of the axially loaded and non-loaded single pile.

Fig.9 Surface settlement of soil around the axially loaded single pile considering the influence of existence of the non-loaded pile.

Tab.1 Parameters of pile cap, pile and soil used in the present finite element analysis

Tab.2 Layout of individual piles with variable pile length

Tab.3 Layout of individual piles with variable pile diameter

Fig.10 Response of pile groups with identical piles under a total load of 4800 kN.

Fig.11 Response of individual piles arranged at different locations of pile groups.

Fig.12 Three-dimensional graph of settlement of pile groups.

Fig.13 Calculated response of the pile groups composed of individual piles with variable length under a total load of 6400 kN: (a) center pile length=24 m, edge pile length=20 m, corner pile length=19 m; (b) center pile length=24 m, edge pile length=21 m, corner pile length=18 m; (c) center pile length=28 m, edge pile length=22 m, corner pile length=16 m; (d) center pile length=28 m, edge pile length=22 m, corner pile length=14 m.

Fig.14 Response of each individual pile in pile groups with variable length under total applied load on pile cap: (a) center pile length=24 m, edge pile length=20 m, corner pile length=19 m; (b) center pile length=24 m, edge pile length=21 m, corner pile length=18 m; (c) center pile length=28 m, edge pile length=22 m, corner pile length=16 m; (d) center pile length=28 m, edge pile length=22 m, corner pile length=14 m.

Fig.15 Differential settlement of individual piles with different layouts: (a) pile groups with variable length (center pile length=24 m, edge pile length=20 m, corner pile length=19 m); (b) pile groups with variable length (center pile length=24 m, edge pile length=21 m, corner pile length=18 m); (c) pile groups with variable length (center pile length=28 m, edge pile length=22 m, corner pile length=16 m); (d) pile groups with variable length (center pile length=28 m, edge pile length=22 m, corner pile length=14 m).

Fig.16 Calculated response of pile groups with variable diameter under a total load of 4800 kN: (a) center pile diameter=0.9 m, edge pile diameter=0.8 m, corner pile diameter=0.7 m; (b) center pile diameter=1.0 m, edge pile diameter=0.8 m, corner pile diameter=0.6 m; (c) center pile diameter=1.1 m, edge pile diameter=0.8 m, corner pile diameter=0.5 m; (d) center pile diameter=1.2 m, edge pile diameter=0.8 m, corner pile diameter=0.6 m.

Fig.17 Response of each individual pile in pile groups with variable diameter under a total load on pile cap: (a) center pile diameter=0.9 m, edge pile diameter=0.8 m, corner pile diameter=0.7 m; (b) center pile diameter=1.0 m, edge pile diameter=0.8 m, corner pile diameter=0.6 m; (c) center pile diameter=1.1 m, edge pile diameter=0.8 m, corner pile diameter=0.5 m; (d) center pile diameter=1.2 m, edge pile diameter=0.8 m, corner pile diameter=0.6 m.

Fig.18 Differential settlement of individual piles with different layouts: (a) pile groups with variable diameter (center pile diameter=0.9 m, edge pile diameter=0.8 m, corner pile diameter=0.7 m); (b) pile groups with variable diameter (center pile diameter=1.0 m, edge pile diameter=0.8 m, corner pile diameter=0.6 m); (c) pile groups with variable diameter (center pile diameter=1.1 m, edge pile diameter=0.8 m, corner pile diameter=0.5 m); and (d) pile groups with variable diameter (center pile diameter=1.2 m, edge pile diameter=0.8 m, corner pile diameter=0.6 m).

Fig.19 Load shared by identical piles arranged at different locations of pile groups.

Fig.20 Load-sharing ratio of different individual piles of pile groups.

Fig.21 Load shared by identical piles and individual piles with variable length arranged at different locations of pile groups.

Fig.22 Load-sharing ratio of identical piles and individual piles with variable length arranged at different locations of pile groups.

Fig.23 Load shared by identical piles and individual piles with variable diameter arranged at different locations of pile groups.

Fig.24 Load-sharing ratio of identical piles and individual piles with variable diameter arranged at different locations of pile groups.

Fig.25 Settlement of the loaded pile considering the influence of existence of non-loaded adjacent pile.

Fig.26 S_s-τ_s0 relationship and W_sA-τ_s0 relationship computed using designed parameters.

Fig.27 Computed S_a-λ_s relationship using designed parameters.

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